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WIND PRESSURE/SUCTION DIAGRAM

WIND DESIGN LOAD INFORMATION

EFFECTIVEWIND

AREA (SQ FT)

AREA

10

20

50

100

4

(-) (-)

(+) (-) (-)

(+)

(-) (+)

(+)

(-) (+)

(-)

(-) (+)

(+)

(+)

WIND PRESSURE & SUCTION(PSF)(+) VALUE DENOTES PRESSURE(-) VALUE DENOTES SUCTION

5

GARAGE DOORS 16'-0" x 7'-0"9'-0" x 7'-0"

STANDARD DESIGN PRESSURE NOTES

1. ASCE 7-10 WALL DESIGN ALLOWABLE COMPONENTS ANDCLADDING WIND PRESSURES AND SUCTIONS PER FLORIDABUILDING CODE 6th EDITION (2017).

2. MEAN ROOF HEIGHT FOR A TYPICAL SINGLE STORY HOMEIS 15FT, 2 STORY HOME IS 30FT

3. MULTIPLY THE ABOVE PRESSURES BY 1.67 TO GETULTIMATE WIND PRESSURES.

4. "a" = END ZONE IS ONLY W/IN 5'-0" OF ALL EXTERIORBUILDING CORNERS.

5. INDICATED PRESSURES CAN BE INTERPOLATED FOROTHER DOOR SIZES, OTHERWISE USE LOAD ASSOCIATEDWITH THE LOWER EFFECTIVE AREAS.

6. DESIGNATED AREAS WHERE THE ULTIMATE WIND SPEED IS140 MPH OR GREATER IS CONSIDERED TO BE IN THEWIND-BOURNE DEBRIS REGION. GLAZED OPENINGPROTECTION IS REQUIRED AND SHALL BE PROVIDED PERSECTION R301.2.1.2 OF THE FLORIDA BUILDING CODE -RESIDENTIAL, CURRENT EDITION.

WIND SPEED (ULTIMATE)

WIND SPEED (ALLOWABLE)

WIND EXPOSURERISK CATEGORY

ENCLOSURE CLASSIFICATIONINTERNAL PRESSURE COEFFICIENT

II

ENCLOSED+/- 0.18

DESIGN PRESSURES

a

55

54 4 a

5

a

BUILDING TYPE V B

WIND SPEED IS BASEDON LINEAR INTERPOLATION FOR THIS SITE.

28.332.129.7

140 mph108 mph

C

29.1

25.227.7 30.8

33.5

39.6

37.0

25.2

28.3

26.6

29.7

30.826.6

(+) 21.4(-) 23.8

(+) 22.3(-) 27.7

SOIL UNDER SLABS AND UNDER FOOTINGS TO BE COMPACTED TO AT LEAST 95% OFMAX. DRY DENSITY AS DETERMINED BY ASTM D1557 (MODIFIED PROCTOR) MINIMUMBEARING CAPACITY 2000 PSF

GENERAL NOTES

1. ALL CONCRETE SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH AT 28 DAYS OF2500 PSI, A SLUMP OF 4" PLUS OR MINUS 1", AND HAVE 2 TO 4% AIR ENTRAINMENT,AND A MAXIMUM WATER/CEMENT RATIO OF 0.58.

2. ALL REINFORCING STEEL SHALL BE DEFORMED BILLET STEEL CONFORMING TOASTM A-615 GRADE 40 MIN.

3. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A-l85 FOR 6x6xW1.4xW1.4WWF SHALL BE LAPPED AT LEAST 6" & CONTAIN AT LEAST ONE CROSS WIRE WITHINTHE 6".FIBERMIX OF EQUAL SPECIFICATIONS MAY BE USED IN LIEU OF WWF.

4. ALL CONCRETE WORK SHALL BE IN ACCORDANCE WITH "THE BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE" ACI 318 LATEST EDITION, AND "SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS," ACI 301.

5. HORIZONTAL FOOTING BARS SHALL BE BENT MIN. 12 BAR DIAMETERS (EXCLUDINGBEND) AROUND CORNERS OR CORNER BARS WITH MIN. 24" LAP EXCLUDING BEND

AT EACH END SHALL BE PROVIDED.6. MINIMUM LAP SPLICES ON ALL REINFORCING BARS SHALL BE 48 BAR DIAMETERS.7. SLAB ON GRADE, REINFORCEMENT SHALL BE SUPPORTED IN PLACE FROM THE

CENTER TO UPPER 1/3 OF THE SLAB.

1. ALL BOLTS & THREADED RODS TO BE ASTM A307 OR BETTER (U.N.O.)2. STEEL BOLTS LESS THAN ONE-HALF-INCH (12.7 mm) IN DIAMETER USED AS

FASTENERS FOR PRESSURE PRESERVATIVE-TREATED WOOD SHALL BE OFHOT-DIPPED ZINC COATED GALVANIZED STEEL, STAINLESS STEEL, SILICON BRONZEOR COPPER. FASTENERS SHALL BE IN ACCORDANCE WITH ASTM A 153.

3. FASTENERS OTHER THAN NAILS AND TIMBER RIVETS SHALL BE PERMITTED TO BEOF MECHANICALLY DEPOSITED ZINC-COATED STEEL WITH COATING WEIGHTS INACCORDANCE WITH ASTM B 695, CLASS 55, MINIMUM.

REFER TO SECTION R318 PROTECTION AGAINST TERMITES, OF THEFLORIDA BUILDING CODE - RESIDENTIAL CURRENT EDITION, FOR FULLLIST OF REQUIREMENTS

1. HOLLOW LOAD BEARING UNITS SHALL BE NORMAL WEIGHT, GRADE N, TYPE 2,CONFORMING TO ASTM C90, W/ A MINIMUM NET COMPRESSIVE STRENGTH OF 2000PSI (f'm = 1900 PSI)

2. MORTAR SHALL BE TYPE M OR S, CONFORMING TO ASTM C2703. HEAD MORTAR JOINTS AT PRECAST WINDOW SILLS TO BE NO MORE THAN 1".4. COARSE GROUT SHALL CONFORM TO ASTM C476 WITH A MAXIMUM AGGREGATE

SIZE OF 3/8" AND A MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI.5. VERTICAL REINFORCEMENT SHALL BE AS NOTED ON THE DRAWINGS WITH CELLS

FILLED WITH COARSE GROUT AND GRADE 40 STEEL. REINFORCEMENT SHALL BEPLACED IN CENTER OF MASONRY CELL W/ MIN 1/2" CLEARANCE TO INSIDE FACE.

6. VERTICAL REINFORCEMENT SHALL BE HELD IN CENTER OF THE MASONRY/ BLOCKWALL AT THE TOP & BOTTOM & MAXIMUM 8'-0" U.N.O. VERTICALLY. TIES TO THEFOOTING & LINTEL STEEL IS ADEQUATE @ TOP & BOTTOM OF WALL; REBARPOSITIONERS IN MIDDLE OF WALL

7. REINFORCING STEEL SHALL BE LAPPED MIN. 25" U.N.O.8. HOOKS AT THE TOP & BOTTOM OF VERTICAL REINFORCING BARS TO BOND

COURSE AND FOOTING TO BE NO LESS THAN 12 BAR DIAMETERS EXCLUDING BEND9. EXPANSION TYPE ANCHORS ARE NOT TO BE USED IN BOND COURSE. EMBEDDED

ANCHORS OR EPOXY FASTENED STUDS SHALL BE USED.10. MASONRY ROUGH OPENING TOLERANCES - 1/4" TO + 1/2"11. GROUT STOPS SHALL BE PROVIDED BELOW BOND BEAM. PLASTIC SCREEN, METAL

LATH STRIP OR CAVITY CAPS MAY BE USED TO PREVENT THE FLOW OF GROUT INTOCELLS BELOW. THE USE OF FELT PAPER AS A STOP IS PROHIBITED.

12. TEMPORARY BRACING AND SHORING OF WALL TO PROVIDE STABILITY DURINGCONSTRUCTION SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR

13. DO NOT APPLY UNIFORM LOADS TO MASONRY WALLS FOR (3) DAYS AND NOCONCENTRATED LOADS FOR (7) DAYS. PER CODE ACI 318, LATEST EDITION.

14. DURING CONCRETE POURS, GC TO ADEQUATELY VIBRATE THE FILLED CELL W/EITHER RODDING OR PENCIL VIBRATOR TO ENSURE PROPER CONCRETECONSOLIDATION.

1. WOOD CONSTRUCTION SHALL CONFORM TO THE ANSI/AWC "NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION", LATEST EDITION.(NDS)

2. LUMBER DENOTED AS SPF#2 OR SPF#1/#2 SHALL BE SPRUCE-PINE-FIR VISUALLYGRADED "No.1/No.2" BY NLGA, OR BETTER.

3. LUMBER DENOTED AS SYP#2 SHALL BE SOUTHERN YELLOW PINE OR "MIXED"SOUTHERN YELLOW PINE VISUALLY GRADED "No 2" BY SFIB, OR BETTER.

4. OTHER LUMBER SHALL BE VISUALLY GRADED "No. 2" OR BETTER, REGARDLESS OFSPECIES, U.N.O. ON FRAMING PLANS OR DETAILS.

5. ALL STRUCTURAL WOOD MEMBERS INCLUDING EXTERIOR FRAME WALLS, BEARINGWALLS, SHEAR WALLS, AND MISC. MEMEBERS (I.E. BLOCKING OR GABLE END BRACINGSHALL BE SPF#2 OR BETTER U.N.O..

6. END-JOINTED LUMBER IS NOT PERMITTED TO BE USED IN ANY LOAD BEARING(GRAVITY OR WIND) CONDITIONS. E.O.R. TO REVIEW IF INSTALLED.

7. FIELD-CUT ENDS, NOTCHES AND DRILLED HOLES OF PRESERVATIVE-TREATED WOODSHALL BE TREATED IN THE FIELD IN ACCORDANCE WITH AWPA M4.

8. THE PORTIONS OF GLUED-LAMINATED TIMBERS THAT FORM THE STRUCTURALSUPPORTS OF A BUILDING OR OTHER STRUCTURE AND ARE EXPOSED TO WEATHERAND NOT PROPERLY PROTECTED BY A ROOF, EAVE OR SIMILAR COVERING SHALL BEPRESSURE TREATED WITH PRESERVATIVE, OR BE MANUFACTURED FROM NATURALLYDURABLE OR PRESERVATIVE-TREATED WOOD.

9. ALL LUMBER SPECIFIED ON DRAWINGS IS INTENDED FOR DRY USE ONLY (MOISTURECONTENT 19% OR LESS), U.N.O. ALL WATERPROOFING AND FIRE SAFETY SYSTEMS ARETHE RESPONSIBILITY OF THE CONTRACTOR AND ARE TO BE DESIGNED AND DETAILEDBY OTHERS.

10. ANY WOOD FRAME INTERIOR BEARING WALL STUDS THAT HAVE HOLES IN THECENTER OF THE STUD UP TO 1" DIA. SHALL HAVE STUD PROTECTION SHIELDS. ALLHOLES OVER 1" IN DIA FOR PLUMBING LINES, ETC. SHALL BE REPAIRED WITH SIMPSONHSS2 STUD SHOES, TYP U.N.O.

11. MANY OF THE PRESSURE TREATED WOODS USE CHEMICALS THAT ARE CORROSIVETO STEEL. IT IS THE BUILDER'S RESPONSIBILITY TO VERIFY THE TYPE OF WOODTREATMENT AND TO SELECT APPROPRIATE CONNECTORS THAT RESIST CORROSION.FOR EXAMPLE. ACQ-C, ACQ-D, CBA-A OR CA-B REQUIRE HOT-DIPPED GALVANIZED ORSTAINLESS STEEL FASTENERS. DOR SODIUM BORATE (SBX) DOES NOT.

12. ALL EXPOSED WOOD OR WOOD IN CONTACT WITH EARTH, CONCRETE OR MASONRYIS TO BE PRESSURE TREATED IN ACCORDANCE WITH THE LATEST EDITION OF THEAWPA U1 STANDARD.

13.UNTREATED WOOD SHALL NOT BE IN DIRECT CONTACT WITH CONCRETE ORMASONRY. SEAT PLATES SHALL BE PROVIDED AT BEARING LOCATIONS WITHOUTWOODEN TOP PLATES.

14. SEE PLAN FOR BUILT UP STUD COLUMN AND BEAM NAILING PATTERNS

60

60

40"

30

30

1. ENCLOSED ACCESSIBLE SPACE UNDER STAIRS SHALL HAVE WALLS, UNDER STAIRSURFACE AND ANY SOFFITS PROTECTED ON THE ENCLOSED SIDE WITH 1/2-INCH(12.7MM) GYPSUM BOARD.

IT IS THE BUILDER'S RESPONSIBILITY TO ENSURE THAT ALL METAL CONNECTORS,METAL FASTENERS, ANCHORS, AND NAILS ARE THE APPROPRIATE MATERIALAND/OR HAVE THE APPROPRIATE COATING FOR USE WITH THE DIFFERENT TYPESOF PRESSURE TREATED WOODS, AS PER THE FOLLOWING GUIDELINES.

1. WOOD TREATED WITH DOT SODIUM BORATE(SBX): CONNECTORS SHALL BE AMINIMUM G50 ZINC COATING

2. WOOD TREATED WITH ACQ-C OR ACQ-D (CARBONATE) OR OTHER BORATE(NON-DOT) TREATMENTS: CONNECTORS SHALL BE A MINIMUM G185 ZINC COATING.

3. FOR ALL OTHER COMBINATIONS FOLLOW THE RECOMMENDATIONS OF THEPRESERVATIVE WOOD TREATER.

4. STAINLESS STEEL CONNECTORS AND FASTENERS MAYBE USED WITH ALL TYPESOF PRESSURE TREATED WOOD SUCH THAT THEY MEET THE REQUIREMENTS OFASTM F1667

1. ALL PREFABRICATED WOOD TRUSSES SHALL BE SECURELY FASTENED TO THEIR SUPPORTING WALLS OR BEAMS WITH HURRICANE CLIPS OR ANCHORS.UPLIFT

CONNECTORS SUCH AS HURRICANE CLIPS, TRUSS ANCHORS AND ANCHOR BOLTS AREONLY REQUIRED ON MEMBERS IN WALLS THAT ARE EXPOSED TO UPLIFT OR LATERALFORCES. INTERIOR LOAD BEARING WALLS ARE NOT ALWAYS EXPOSED TO UPLIFT FORCES.THE MEMBERS OF THESE WALLS WOULD NOT NEED TO HAVE CONNECTORS APPLIED.PLEASE COORDINATE WITH THE TRUSS ENGINEER FOR THE LOCATION OF THESE WALLSAND STRUCTURAL PLANS FOR MORE INFO.

2. TRUSSES SHALL BE DESIGNED BY MWFRS METHODOLOGY FOR LONG SPAN TRUSSES TODETERMINE UPLIFT AND REACTION VALUES. MEMBER AND PLATE DESIGN TO BECALCULATED BY COMPONENTS AND CLADDING METHOD UNLESS SPECIFIED OTHERWISE BYTRUSS ENGINEER OF RECORD3. PREFABRICATED WOOD TRUSSES SHALL BE DESIGNED IN ACCORDANCE WITH THELATEST EDITION OF ANSI TPI 1.4. BRIDGING FOR PRE-ENGINEERED TRUSSES SHALL BE AS REQUIRED BY TRUSSMANUFACTURER UNLESS NOTED ON PLANS5. TRUSS ELEVATIONS AND SECTIONS ARE FOR GENERAL CONFIGURATION OF

TRUSSES ONLY. WEB MEMBERS ARE NOT SHOWN, BUT SHALL BE DESIGNED BYTRUSS MANUFACTURER IN ACCORDANCE WITH THE DESIGN LOADS.

TRUSS DESIGN LOADS :TOP CHORD: Lr = 16 PSF

DL = 7 PSF (SHINGLE TYPE ROOF COVER) DL = 15 PSF (LIGHT WEIGHT CLAY TILE ROOF COVER) DL = 14 PSF (TRUSS OVERBUILD)BOTTOM CHORD: DL = 5 PSFMINIMUM FLOOR DESIGN LIVE LOADS:

A) FLOORS = 40 PSF B) BALCONIES = 60 PSF / 100 PSF (IF BALCONY > 100 SQ FT)C) DECKS = 40 PSF D) STAIRS = 40 PSFE) BONUS ROOM/GAME ROOMS = 60 PSF U.N.O.

MINIMUM FLOOR DESIGN DEAD LOADS:A) FLOORS = 15 PSF B)BALCONIES = 15 PSF

GENERAL LOADING:ATTIC WITHOUT STORAGE = 10 PSFATTIC WITH LIMITED STORAGE = 20 PSFGUARDRAILS / HANDRAILS = 200 LB POINT LOAD / 50 PSFGUARDRAILS IN-FILL COMPONENTS = 50 PSFGENERAL TRUSS BRACING & BLOCKING REQUIREMENTS

-ADDIT'L BRACING & BLOCKING PER BCSI-1 & TRUSS MANUFACTURER'S DWGS-G.C. TO PROVIDE MIN 2x SYP #2 BLOCKING BETWEEN TRUSSES TO COMPLY W/ APA

RECOMMENDATIONS FOR MIN. 7/16” OSB SHEATHING-MIN 2x SYP #2 BLOCKING REQ'D ALONGSIDE TRUSS TOP CHORD @ ROOF HIP/RIDGE

TO PREVENT SHEATHING SPAN FROM EXCEEDING 2FT (NOT REQ'D IF SHEATHING SPAN ISLESS THAN 2FT). BLOCKING TO TRUSS TOP CHORD w/ (2) 12d NAILS @ 12” O.C. MAX & 4” FROMEA. END. NOTE: PLYWOOD EDGES @ HIP CORNERS REQUIRE MIN 2x4 SYP #2 BLOCKING w/ (3)12d TOENAILS EACH END.

-TRUSS “X” BRACING: MIN 2x4 SYP #2 AT ANGLE APPROX. 45° FROM VERT. TO EA. TRUSSMEMBER w/ (3) 12d NAILS. SPACE “X” BRACING ALONG TRUSS SPAN @ 10'-0” MAX ANDEQUALLY SPACED FROM END OF TRUSS. “X” BRACING TO START 20'-0” MAX FROM #1 HIPGIRDER AND / OR (4) BAYS AFTER GABLE END BRACING. SEE BCSI-B3 SECTIONS 1, 2 AND 3FOR ADDITIONAL ROOF PLANE PERMANENT BRACING REQUIREMENTS.

-PERMANENT 2x4 SPF #2 (MIN.) CONT. LATERAL TRUSS BOTTOM CHORD BRACINGPERPENDICULAR TO TRUSS SPAN AT 15'-0” O.C. MAX W/IN TRUSS SPAN OR PER TRUSSDESIGN DRAWINGS. ATTACH W/ (2) 16d NAILS AT EACH TRUSS. OVERLAP BRACING AT LEASTONE TRUSS SPACE (24”) PLUS 6” MIN PAST BOTTOM CHORD.

-INSTALL PERMANENT 2x CONTINUOUS LATERAL BRACE (CLB) ACROSS TRUSS WEBSAS INDICATED ON TRUSS SHOP DRAWINGS & BCSI-B3. (“T” BRACING MAY BE USED I.L.O.PEMANENT CLB IF IT EXTENDS MIN. 90% OF THE TRUSS WEB (SEE WEB REINFORCEMENTTABLE WITHIN BCSI-B3).

-AT RAISED HEEL TRUSSES, 2x4 SYP #2 (MIN.) AT TOP AND BOTTOM OF HEEL W/ (2) 12dTOENAILS REQ'D. EXT. SHEATHING MUST BE ATTACHED TO RAISED HEEL TRUSS ANDINDICATED BLOCKING. ALTERNATE IF HEEL HEIGHT IS LESS THAN 12” TALL: 2x4 SYP #2BEHIND THE TRUSS VERT. RUNNING FROM TOP TO BOTTOM ACROSS MAX 4 TRUSSES, THENBOTTOM TO TOP W/ (2) 12d NAILS AT EACH TRUSS MEMBER (DIAGONAL BRACING)DIAGONAL BRACING REQUIRED AT CLB PER BCSI-B3.6. THE TRUSS MANUFACTURER SHALL DETERMINE ALL SPANS, WORKING POINTS, BEARINGPOINTS, AND SIMILAR CONDITIONS. TRUSS SHOP DRAWINGS SHALL SHOW ALL TRUSSES, ALLBRACING MEMBERS, AND ALL TRUSS TO TRUSS HANGERS.

CONSTRUCTION MEANS & METHODS ARE THE SOLE RESPONSIBILITY OF THECONTRACTOR. THE STRUCTURE IS UNSTABLE UNTIL ALL LOAD BEARING WALLS AREERECTED & TRUSS / FRAME MEMBERS ARE CONNECTED PROPERLY PER APPROVEDFRAMING PLANS / DETAILS ALONG W/ CONNECTOR & COMPONENT MANUFACTURERS'SPECIFICATIONS. UNTIL SUCH TIME, TEMPORARY BRACING & SHORING OF WALLS ANDFRAME MEMBERS IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR.

)

1.DRILL A 3/4" Ø HOLE MIN. 6" DEEP AT LOCATION OF OMITTED REBAR, AND INSTALL #5 BARINTO EPOXY FILLED HOLE. EPOXY TO BE SIMPSON STRONG TIE EPOXY OR EQ. FOLLOWMANU'S INSTRUCTIONS. ASSURE ALL DUST AND DEBRIS FROM DRILLING ARE REMOVEDFROM HOLE w/ COMPRESSED AIR PRIOR TO APPLYING EPOXY. ALLOW EPOXY TO CURE TOMANU'S SPECIFICATIONS, THEN FILL CELL IN NORMAL WAY DURING BONDBEAM POUR. USE30" MIN. LAP SPLICE. HOOKS AT TOP OF BAR TO BE MIN. 12 BAR DIAMETERS(EXCLUDINGBEND).

2.MAY SUB STRAPS/CONNECTORS w/ STRAPS/CONNECTORS OF EQUAL OR GREATER UPLIFT& LATERAL RESISTANCE VALUES IN FIELD WITHOUT VERIFICATION, PROVIDED ALLMANUFACTURER'S INSTALLATION INSTRUCTIONS ARE FOLLOWED.

3.2X12'S MAY BE USED ILO TIMBERSTRANDS FOR STAIR STRINGERS. RIM BOARDS MAY BEUSED FOR RISERS & TREADS ILO 2x12'S (SEE GEN. STAIR DETAIL SHEET FOR MORE INFO.)

4.WOOD STUDS MAY BE SUBBED w/ METAL STUDS IN NON-LOAD BEARING WALLS

5.-1/2" ALL THREAD ROD w/ 2" x 2" SQ. WASHER DRILL & EPOXY w/ SIMPSON SET EPOXY WITHMIN. 7" EMBEDMENT.-1/2"x6" SIMPSON TITEN HD THREADED ANCHORS W/ LBP1/2 WASHER MAY BE USED ILO 1/2"J-BOLT. TAPCON FASTENERS MAY BE USED ILO SIMPSON TITENS

6.-FOR BED JOINTS 1/2"-1", GROUT FILL CELLS IN BLOCK AFFECTED (NO VERT. REINF. REQ'D)-FOR HEAD JOINTS GREATER THAN 3/4", GROUT FILL CELL IN BLOCK AFFECTED ONEA.SIDE OF JOINT. PROVIDE (1) #5 VERT. REINF. IN EA. CELL CONT. PER PLAN.

**EXCEPTION: IF TIE BEAM COURSE AND ADJ. TWO COURSES BELOW, AS WELL AS 1st (2)COURSES FROM FND. HAVE HEAD JOINTS WHICH FALL W/IN THE SPECIFIED TOLERANCES,THE ADDED VERTICAL REINFORCEMENT IS NOT REQ'D TO BE EPOXIED INTO TIE BEAM/FTG-FOR BLOCKS NOT STAGGERED, GROUT FILL CELL EA. SIDE OF JOINT AND PROVIDE (1) #5VERT. REINF. IN EA. CELL, CONT. PER PLAN.

7. -FOR CMU OVERHANGING FOUNDATION

14.

CONTROL JOINTS (IF SHOWN) ARE NOT REQUIRED BY CODE BUT ARESUGGESTED (ESPECIALLY WHEN USING FIBER REINF. CONC.)CONTROL JOINTS TO BE SAW CUT A DEPTH OF 1/4" OF THETHICKNESS OF THE SLAB. FILL CUT W/APPROVED JOINT MATERIAL ORUSE ALTERNATE APPROVED METHOD.

EXTERIOR SLABS SHALL SLOPE 1/8" PER FOOT AWAY FROM HOUSE.

CONSULT W/MAN. SPECIFICATIONS PRIOR TO POURING ORRECESSING DOOR SILLS.

VERT. #5 BAR TO BE HOOKED AT TOP & BOTTOM (FTG. & TIE BEAMENDS) W/MIN. 12 BAR DIAMETER LEGS EXCLUDING BEND @ EA. END.LAP SPLICES SHALL BE NO LESS THAN 30".

PROVIDE 4" 2500PSI CONC. SLAB W/ 6x6xW1.4xW1.4 WELDED WIRE MESHPLACED AT MIDDLE OR UPPER 1/3 OF SLAB DEPTH OVER 6 MIL. VAPORBARRIER ON COMPACTED FILL (FIBER MESH MAY BE USED ILO WWM,WHEN FIBER MESH. MEETS OR EXCEEDS SPECIFICATIONS SET FORTH INCURRENT CODE EDITION).

PROVIDE MIN. 6 MIL. APPROVED VAPOR BARRIER. ALL JOINTS TO BELAPPED MIN. 6" AND SEALED. REFER TO FBC-R CURRENT EDITIONSECTION R506.2.3 FOR REQUIRED LOCATIONS

6.

5.

4.

3.

1.

2.

MECHANICAL EQUIP. LOCATIONS WILL BE DETERMINED BYCOMMUNITY & COUNTY CODES.

7.

FOUNDATIONS AND SUPPORTS FOR OUTDOOR MECHANICALSYSTEMS SHALL BE RAISED AT LEAST 3" ABOVE THE FINISHED GRADEAND SHALL ALSO CONFORM TO THE MANUFACTURER'S INSTALLATIONINSTRUCTIONS.

8.

NO WOOD STAKES PERMITTED IN FOUNDATION.9.

PENDING SITE CONDITIONS, FOUNDATION MAY HAVE TO BE STEPPEDDOWN. SEE SHEET S3 FOR ADDITIONAL INFORMATION. GC TODETERMINE STEP LOCATIONS IF REQUIRED

10.

SEE TYPICAL DETAIL ON LINTEL PLAN FOR REQUIRED STEEL BENDSAND LAP SPLICE. SEE DTL MF09 AND MF10 ON S3 FOR STANDARDFOOTING STEP DOWN AND CORNER INFORMATION.

11.

ANY EQUIPMENT AND/OR APPLIANCES HAVING AN IGNITION SOURCESHALL BE ELEVATED A MIN OF 18". CONTRACTOR TO PROVIDE SUCHPLATFORM w/ EITHER MASONRY OR WOOD CONSTRUCTION

12.

ASSUMED ALLOWABLE SOIL BEARING PRESSURE AFTERCOMPACTION: 2000 PSF (SEE SOILS REPORT AND SPECIFICATIONSFOR COMPACTION REQUIREMENTS). IF SOIL CONDITIONS IN THEPROJECT DO NOT MEET OR EXCEED THE CAPACITY, THE GENERALCONTRACTOR SHALL CONTACT THE ENGINEER PRIOR TOFOUNDATION POUR FOR VERIFICATION OF FOUNDATION DESIGN.SOIL TO BE FREE OF ORGANIC MATERIAL AND COHESIVE SOILS,COMPACTED IN 12" LIFTS TO AT LEAST 95% OF MAX. DRY DENSITY ASDETERMINED BY ASTM - D1557 ( MODIFIED PROCTOR ).THE FOUNDATION SIZES INDICATED ON THE FOUNDATION PLAN HASBEEN DESIGNED FOR A MINIMUM SOIL BEARING CAPACITY OF 2000PSF.

13.

PENDING SITE CONDITIONS, IF STEMWALL IS REQUIRED, G.C. TODETERMINE REQUIRED COURSES FOR STEMWALL FOUNDATION. SEESTEMWALL CHART ON S3 FOR REQUIRED REINFORCEMENT ANDFOOTING SIZES PENDING DEPTH OF STEMWALL.

14.

FOUNDATION NOTES:

FOOTING SCHEDULE12"x12"x12" dp w/ #5's EQUALLY SPACED EA.WAY MIN. 2" HORIZ. CLEARANCE BETWEENBARS & 3" MIN. COVER TO EDGE OF CONC.

MIN (2) # 5 E.W.

12"x24"x12" dp w/ #5's EQUALLY SPACED EA.WAY MIN. 2" HORIZ. CLEARANCE BETWEENBARS & 3" MIN. COVER TO EDGE OF CONC.

MIN (2) # 5 PARALLEL TO24" SIDE @3" O.C. & MIN(3) #5 PARALLEL TO 12"

SIDE @6" O.C.24"x24"x12" dp w/ #5's EQUALLY SPACED EA.WAY MIN. 2" HORIZ. CLEARANCE BETWEENBARS & 3" MIN. COVER TO EDGE OF CONC.

MIN (3) # 5 E.W.


MIN (4) # 5 E.W.


MIN (4) # 5 E.W.


MIN (5) # 5 E.W.


MIN (5) # 5 E.W.


MIN (6) # 5 E.W.


MIN (6) # 5 E.W.


MIN (7) # 5 E.W.


MIN (7) # 5 E.W.


MIN (8) # 5 E.W.


MIN (7) # 5 E.W.

54"x54"x16" dp w/#5's EQUALLY SPACED EA.WAY MIN. 2" HORIZ. CLEARANCE BETWEENBARS & 3" MIN. COVER TO EDGE OF CONC.

MIN (8) # 5 E.W.


MIN (9) # 5 E.W.


MIN (9) # 5 E.W.


MIN (10) # 5 E.W.

1

1A

2

2.3

2.5

2.6

3

3.5

3.5A

4

4A

4B

4.3

4.5

4.5A

5

5.5

15. IF STEM WALL IS REQUIRED TO BE CONSTRUCTED TALLER THAN THEHEIGHTS PROVIDED ON THE STEM WALL SCHEDULE --- ---CONTACT E.O.R. PRIOR TO CONSTRUCTION

16. ALL FOUNDATION PADS WHERE SHOWN ON THE BELOW FOOTINGSCHEDULE SHALL BE INSTALLED WHERE THE DEPTH OF THEFOOTING WILL BE MEASURED FROM THE LOWEST SLAB ELEVATIONMAINTAINING A MINIMUM DEPTH AS SPECIFIED. THE FOUNDATIONPAD MAY BE INSTALLED DEEPER THAN THE INDICATED PENDING SITECONDITIONS AND/OR LOCATIONS. CONTRACTOR TO FIELD VERIFYALL MINIMUM FOUNDATION DIMENSIONS AND REINFORCEMENTREQUIREMENTS ARE MET.

25'-8"

8"10'-0"

14'-4" 11'-4"

5'-4

"

4'-8

"7

'-4"

56'

-6"

74'

-0"

8"6

'-8"

2.5

MF01

S3

SF01

S3

MF01

S3

SF01

S3

MF08S3

MF08S3

2.5

3.5

5'-0

"6

'-8"

5'-8

"

17'

-4"MF01

S3

SF01S3

MF11S3

2.515'-0"

11'-7 3/4"7'-0 1/2"8'-5 3/4"

7'-4

1/2

"1

4'-7

1/2

"

4

2

32'

-4"

(2-S

TO

RY

FT

G)

19'

-10"

31'

-10"

3

7'-4

"

MF11S3

A/CPAD

CONC.PAD W/OPT DR.

MF02S3

SF02S3

MD01

SD1

2'-2"

20'-4"

40'-0"

8'-8

"

74'

-0"

40'-0"

3'-2

"2

'-4"

2.6

33'

-6"

(2-S

TO

RY

FT

G)

19'-8"

18'

-8"

(2-S

TO

RY

FT

G)

(-)0'-4" 1/8

" / F

T.

PIT

CH

4" THICK CONC. SLAB W/FIBERMESH. OVER 6 MIL VAPORBARRIER OVER COMPACTED FILL.

1/8

" / F

T.

PIT

CH

(-)0'-4"

1/8

" / F

T.

PIT

CH (-)0'-4"

17'

-10"

3'-6"

2'-1

0"

MF06

S3

MF01S3

SF01S3

MF01S3

SF01

S3

MF02S3

SF02

S3

MF13S3

SF04S3 MD01

SD1

16'-0" 2'-2"

12'-4"

3'-2"6'-0"3'-2"

4"

6'-8"

4"

6'-2

"5

'-4"

11'

-6"

9'-2

"

11'-9 3/4"7'-0"12'-10"

14'-4"

12'-10"2" 1"

9'-3

"

3'-2

"

6'-0

"9

'-0"

14'

-2"

2.3

2.3

3

22

MF01S3

SF01S3

MF11

S3

MF01S3

SF01S3

MF01S3

SF01S3

SF01S3

MF01S3

MF01

S3

SF01S3

MF01

S3

SF01S3

MF01S3

SF01S3

MF01

S3

SF01

S3

MF08S3

MF06

S3

MF05

S3

MF03

S3

MF03

S3

4'-4

"

7'-4" (2-STORY FTG)

4'-6

1/2

"(2

-ST

OR

Y F

TG

)

3'-2

"2

'-4"

0'-0" FIN. FLR.

MF06

S3 MF06

S3

4'-8

"

2.6

7'-4"

(-)0'-4"

MF07

S3

SF03S3

5'-8"

27'

-4"

5'-8

"

MF03

S3

MD10S2A

MD10

S2A

SYMBOLS LEGEND

INDICATES GROUT FILLED CELL WITH (2) VERT. GRADE 60 #5CONT. FTG. TO TIE BEAM.

INDICATES GROUT FILLED CELL WITH (1) VERT. GRADE 60 #5CONT. FTG. TO TIE BEAM ( O.C. MAX U.N.O.)

INDICATES GROUT FILLED CELL WITH NO REINFORCEMENT.

INDICATES 45° CORNER BLOCK GROUT FILLED WITH (2) VERT.GRADE 60 #5 CONT. FT.G TO TIE BEAM.

6'-0"

FO

UN

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LAN

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CT

STRUCTURAL ENG:

QC CHECK:

JOB No.

SCALE:

DATE:

---

PSQ-2171297

AS INDICATED

07/28/17

---

MCD

BLDG DESIGN:

DRAFTING:

----DESIGN:-STRUCT: DP

PA

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COPYRIGHT MCD 2015: The information contained in this document is copyrighted and is the exclusive property of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LLC. Any use, duplication, or transfer of these documents without the expressed, written consent of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LLC is strictly prohibited.

1/4"=1'-0"

11'-7 3/4"7'-0 1/2"8'-5 3/4"

7'-4

1/2

"1

4'-7

1/2

"

4

2

32'

-4"

(2-S

TO

RY

FT

G)

19'

-10"

31'

-10"

3

7'-4

"

MF11S3

A/CPAD

CONC.PAD W/OPT DR.

MF02S3

SF02S3

MD01

SD1

2'-2"

20'-4"

40'-0"

8'-8

"

74'

-0"

40'-0"

3'-2

"2

'-4"

2.6

33'

-6"

(2-S

TO

RY

FT

G)

19'-8"

18'

-8"

(2-S

TO

RY

FT

G)

(-)0'-4" 1/8

" / F

T.

PIT

CH


1/8

" / F

T.

PIT

CH

(-)0'-4"

1/8

" / F

T.

PIT

CH (-)0'-4"

17'

-10"

3'-6"

2'-1

0"

MF06

S3

MF01S3

SF01S3

MF01S3

SF01

S3

MF02S3

SF02

S3

MF13S3

SF04S3 MD01

SD1

16'-0" 2'-2"

12'-4"

3'-2"6'-0"3'-2"

4"

6'-8"

4"

6'-2

"5

'-4"

11'

-6"

9'-2

"

11'-9 3/4"7'-0"12'-10"

14'-4"

12'-10"2" 1"

9'-3

"

3'-2

"

6'-0

"9

'-0"

14'

-2"

2.3

2.3

3

22

MF01S3

SF01S3

MF11

S3

MF01S3

SF01S3

MF01S3

SF01S3

SF01S3

MF01S3

MF01

S3

SF01S3

MF01

S3

SF01S3

MF01S3

SF01S3

MF01

S3

SF01

S3

MF08S3

MF06

S3

MF05

S3

MF03

S3

MF03

S3

4'-4

"

7'-4" (2-STORY FTG)

4'-6

1/2

"(2

-ST

OR

Y F

TG

)

3'-2

"2

'-4"

0'-0" FIN. FLR.

MF06

S3 MF06

S3

4'-8

"

2.6

7'-4"

25'-8"

8"15'-0"

14'-4" 11'-4"

5'-4

"

12'

-0"

56'

-6"

74'

-0"

8"1

1'-4

"

2.5

MF01

S3

SF01

S3

MF01

S3

SF01

S3

MF08S3

MF08S3

2.5

10'-0"

2.5

4A

7'-0

"1

0'-4

"

17'

-4"

MF01

S3

SF01

S3

MF11S3

2.5

MF08S3

(-)0'-4"

MF07

S3

SF03S3

5'-8"

27'

-4"

5'-8

"

MF03

S3

MD10S2A.1

MD10

S2A.1

14.







6.

5.

4.

3.

1.

2.


7.


8.



10.


11.


12.


13.


14.

FOUNDATION NOTES:


MIN (2) # 5 E.W.




MIN (3) # 5 E.W.


MIN (4) # 5 E.W.


MIN (4) # 5 E.W.


MIN (5) # 5 E.W.


MIN (5) # 5 E.W.


MIN (6) # 5 E.W.


MIN (6) # 5 E.W.


MIN (7) # 5 E.W.


MIN (7) # 5 E.W.


MIN (8) # 5 E.W.


MIN (7) # 5 E.W.


MIN (8) # 5 E.W.


MIN (9) # 5 E.W.


MIN (9) # 5 E.W.


MIN (10) # 5 E.W.

1

1A

2

2.3

2.5

2.6

3

3.5

3.5A

4

4A

4B

4.3

4.5

4.5A

5

5.5



SYMBOLS LEGEND





6'-0"

FO

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SH

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ITLE

PR

OJE

CT

STRUCTURAL ENG:

QC CHECK:

JOB No.

SCALE:

DATE:

---

PSQ-2171297

AS INDICATED

07/28/17

---

MCD

BLDG DESIGN:

DRAFTING:


PA

RK

SQ

UA

RE

HO

ME

S3

14

5 V

EN

ICE

, E

LE

VA

TIO

N A

,B,C

CO

MM

UN

ITY

, L

OT

BR

YA

N E

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HLK

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P.E

.

FLO

RID

A L

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No

. 814

39

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LTIN

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DE

SIG

NO

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OC

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, LLC

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NO

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173

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IND

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D I

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OR

DA

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ION

OF

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1/4"=1'-0"

25'-8"

8"10'-0"

14'-4" 11'-4"

5'-4

"

4'-8

"7

'-4"

56'

-6"

74'

-0"

8"6

'-8"

2.5

MF01

S3

SF01

S3

MF01

S3

SF01

S3

MF08S3

MF08S3

2.5

3.5

5'-0

"6

'-8"

5'-8

"

17'

-4"MF01

S3

SF01S3

MF11S3

2.515'-0"

11'-7 3/4"7'-0 1/2"8'-5 3/4"

7'-4

1/2

"1

4'-7

1/2

"

4

2

32'

-4"

(2-S

TO

RY

FT

G)

19'

-10"

31'

-10"

3

7'-4

"

MF11S3

(-)0'-4" 1/8

" / F

T.

PIT

CH


1/8

" / F

T.

PIT

CH

(-)0'-4"

1/8

" / F

T.

PIT

CH (-)0'-4"

17'

-10"

3'-6"

2'-1

0"

MF06

S3

MF01S3

SF01S3

MF01S3

SF01

S3

MF02S3

SF02

S3

MF13S3

SF04S3 MD01

SD1

16'-0" 2'-2"

12'-4"

3'-2"6'-0"3'-2"

4"

6'-8"

4"

6'-2

"5

'-4"

11'

-6"

9'-2

"

11'-9 3/4"7'-0"12'-10"

14'-4"

12'-10"2" 1"

9'-3

"

3'-2

"

6'-0

"9

'-0"

14'

-2"

2.3

2.3

3

22

MF01S3

SF01S3

MF11

S3

MF01S3

SF01S3

MF01S3

SF01S3

SF01S3

MF01S3

MF01

S3

SF01S3

MF01

S3

SF01S3

MF01S3

SF01S3

MF01

S3

SF01

S3

MF08S3

MF06

S3

MF05

S3

MF03

S3

MF03

S3

4'-4

"

7'-4" (2-STORY FTG)

4'-6

1/2

"(2

-ST

OR

Y F

TG

)

3'-2

"2

'-4"

0'-0" FIN. FLR.

MF06

S3 MF06

S3

4'-8

"

2.6

7'-4"

A/CPAD

CONC.PAD W/OPT DR.

MF02S3

SF02

S3

MD01

SD1

30'-4"

50'-0"

1'-0

"

74'

-0"

50'-0"

17'

-4"

55'

-8"

MD01

SD1

MD01

SD1

4

10'-4"

MF13

S3

SF04

S3

MF02S3

SF02S3

10'-0"

1'-4"8'-0" 8" 2'-2"

3

9'-8"

29'-8"

10"

MF11

S3@ OPTDOOR

10'-0" 20'-4"

(-)0'-4"

MF07

S3

SF03S3

5'-8"

27'

-4"

5'-8

"

MF03

S3

MD10S2A.2

MD10

S2A.2

23'

-10"

(2

-ST

OR

Y F

TG

)

14.







6.

5.

4.

3.

1.

2.


7.


8.



10.


11.


12.


13.


14.

FOUNDATION NOTES:


MIN (2) # 5 E.W.




MIN (3) # 5 E.W.


MIN (4) # 5 E.W.


MIN (4) # 5 E.W.


MIN (5) # 5 E.W.


MIN (5) # 5 E.W.


MIN (6) # 5 E.W.


MIN (6) # 5 E.W.


MIN (7) # 5 E.W.


MIN (7) # 5 E.W.


MIN (8) # 5 E.W.


MIN (7) # 5 E.W.


MIN (8) # 5 E.W.


MIN (9) # 5 E.W.


MIN (9) # 5 E.W.


MIN (10) # 5 E.W.

1

1A

2

2.3

2.5

2.6

3

3.5

3.5A

4

4A

4B

4.3

4.5

4.5A

5

5.5



SYMBOLS LEGEND





6'-0"

FO

UN

DA

TIO

N P

LAN

S1A

SH

EE

T T

ITLE

PR

OJE

CT

STRUCTURAL ENG:

QC CHECK:

JOB No.

SCALE:

DATE:

---

PSQ-2171297

AS INDICATED

07/28/17

---

MCD

BLDG DESIGN:

DRAFTING:


PA

RK

SQ

UA

RE

HO

ME

S3

14

5 V

EN

ICE

, E

LE

VA

TIO

N A

,B,C

CO

MM

UN

ITY

, L

OT

BR

YA

N E

. DA

HLK

E,

P.E

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FLO

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No

. 814

39

MO

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ON

SU

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G &

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SIG

NO

F W

MR

AN

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NO

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ST

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DA

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OF

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CO

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(20

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1/4"=1'-0"

(-)0'-4" 1/8

" / F

T.

PIT

CH


1/8

" / F

T.

PIT

CH

(-)0'-4"

1/8

" / F

T.

PIT

CH (-)0'-4"

17'

-10"

3'-6"

2'-1

0"

MF06

S3

MF01S3

SF01S3

MF01S3

SF01

S3

MF02S3

SF02

S3

MF13S3

SF04S3 MD01

SD1

16'-0" 2'-2"

12'-4"

3'-2"6'-0"3'-2"

4"

6'-8"

4"

6'-2

"5

'-4"

11'

-6"

9'-2

"

11'-9 3/4"7'-0"12'-10"

14'-4"

12'-10"2" 1"

9'-3

"

3'-2

"

6'-0

"9

'-0"

14'

-2"

2.3

2.3

3

22

MF01S3

SF01S3

MF11

S3

MF01S3

SF01S3

MF01S3

SF01S3

SF01S3

MF01S3

MF01

S3

SF01S3

MF01

S3

SF01S3

MF01S3

SF01S3

MF01

S3

SF01

S3

MF08S3

MF06

S3

MF05

S3

MF03

S3

MF03

S3

4'-4

"

7'-4" (2-STORY FTG)

4'-6

1/2

"(2

-ST

OR

Y F

TG

)

3'-2

"2

'-4"

0'-0" FIN. FLR.

MF06

S3 MF06

S3

4'-8

"

2.6

7'-4"

A/CPAD

CONC.PAD W/OPT DR.

MF02S3

SF02S3

MD01

SD1

2'-2"

20'-4"

40'-0"

8'-8

"

74'

-0"

40'-0"

3'-2

"2

'-4"

2.6

33'

-6"

(2-S

TO

RY

FT

G)

19'-8"

18'

-8"

(2-S

TO

RY

FT

G)

11'-9 3/4"8'-5 3/4"

2

52'

-2"

(2-S

TO

RY

FT

G)

4'-1

1/2

"4'-8

"

13'-10"

13'

-2"

MF06

S3

MF06

S3

MF11S3

10"12'-8"

10"

33

2

2

2'-4

"

3.5A

1'-0

"

3.5

3'-4

"

25'-8"

8"10'-0"

14'-4" 11'-4"

5'-4

"

4'-8

"7

'-4"

56'

-6"

74'

-0"

8"6

'-8"

2.5

MF01

S3

SF01

S3

MF01

S3

SF01

S3

MF08S3

MF08S3

2.5

3.5

5'-0

"6

'-8"

5'-8

"

17'

-4"MF01

S3

SF01S3

MF11S3

2.515'-0"

(-)0'-4"

MF07

S3

SF03S3

5'-8"

27'

-4"

5'-8

"

MF03

S3

MD10S2A

MD10

S2A

14.







6.

5.

4.

3.

1.

2.


7.


8.



10.


11.


12.


13.


14.

FOUNDATION NOTES:


MIN (2) # 5 E.W.




MIN (3) # 5 E.W.


MIN (4) # 5 E.W.


MIN (4) # 5 E.W.


MIN (5) # 5 E.W.


MIN (5) # 5 E.W.


MIN (6) # 5 E.W.


MIN (6) # 5 E.W.


MIN (7) # 5 E.W.


MIN (7) # 5 E.W.


MIN (8) # 5 E.W.


MIN (7) # 5 E.W.


MIN (8) # 5 E.W.


MIN (9) # 5 E.W.


MIN (9) # 5 E.W.


MIN (10) # 5 E.W.

1

1A

2

2.3

2.5

2.6

3

3.5

3.5A

4

4A

4B

4.3

4.5

4.5A

5

5.5



SYMBOLS LEGENDBARS & 3" MIN. COVER TO EDGE OF CONC.





6'-0"

FO

UN

DA

TIO

N P

LAN

S1A

SH

EE

T T

ITLE

PR

OJE

CT

STRUCTURAL ENG:

QC CHECK:

JOB No.

SCALE:

DATE:

---

PSQ-2171297

AS INDICATED

07/28/17

---

MCD

BLDG DESIGN:

DRAFTING:


PA

RK

SQ

UA

RE

HO

ME

S3

14

5 V

EN

ICE

, E

LE

VA

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1/8

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PIT

CH

(-)0'-4"

1/8

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T.

PIT

CH (-)0'-4"

17'

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3'-6"

2'-1

0"

MF06

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MF01S3

SF01S3

MF01S3

SF01

S3

MF02S3

SF02

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MF13S3

SF04S3 MD01

SD1

16'-0" 2'-2"

12'-4"

3'-2"6'-0"3'-2"

4"

6'-8"

4"

6'-2

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11'

-6"

9'-2

"

11'-9 3/4"7'-0"12'-10"

14'-4"

12'-10"2" 1"

9'-3

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3'-2

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6'-0

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14'

-2"

2.3

2.3

3

22

MF01S3

SF01S3

MF11

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MF01S3

SF01S3

MF01S3

SF01S3

SF01S3

MF01S3

MF01

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SF01S3

MF01

S3

SF01S3

MF01S3

SF01S3

MF01

S3

SF01

S3

MF08S3

MF06

S3

MF05

S3

MF03

S3

MF03

S3

4'-4

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7'-4" (2-STORY FTG)

4'-6

1/2

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3'-2

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0'-0" FIN. FLR.

MF06

S3 MF06

S3

4'-8

"

2.6

7'-4"

A/CPAD

CONC.PAD W/OPT DR.

MF02S3

SF02S3

MD01

SD1

2'-2"

20'-4"

40'-0"

8'-8

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74'

-0"

40'-0"

3'-2

"2

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2.6

33'

-6"

(2-S

TO

RY

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G)

19'-8"

18'

-8"

(2-S

TO

RY

FT

G)

11'-9 3/4"8'-5 3/4"

2

52'

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(2-S

TO

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FT

G)

4'-1

1/2

"4'-8

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13'-10"

13'

-2"

MF06

S3

MF06

S3

MF11S3

10"12'-8"

10"

33

2

2

2'-4

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3.5A

1'-0

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3.5

3'-4

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(-)0'-4"

MF07

S3

SF03S3

5'-8"

27'

-4"

5'-8

"

MF03

S3

25'-8"

8"15'-0"

14'-4" 11'-4"

5'-4

"

12'

-0"

56'

-6"

74'

-0"

8"1

1'-4

"

2.5

MF01

S3

SF01

S3

MF01

S3

SF01

S3

MF08S3

MF08S3

2.5

10'-0"

2.5

4A

7'-0

"1

0'-4

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17'

-4"

MF01

S3

SF01

S3

MF11S3

2.5

MF08S3

MD10S2A.1

MD10

S2A.1

14.







6.

5.

4.

3.

1.

2.


7.


8.



10.


11.


12.


13.


14.

FOUNDATION NOTES:


MIN (2) # 5 E.W.




MIN (3) # 5 E.W.


MIN (4) # 5 E.W.


MIN (4) # 5 E.W.


MIN (5) # 5 E.W.


MIN (5) # 5 E.W.


MIN (6) # 5 E.W.


MIN (6) # 5 E.W.


MIN (7) # 5 E.W.


MIN (7) # 5 E.W.


MIN (8) # 5 E.W.


MIN (7) # 5 E.W.


MIN (8) # 5 E.W.


MIN (9) # 5 E.W.


MIN (9) # 5 E.W.


MIN (10) # 5 E.W.

1

1A

2

2.3

2.5

2.6

3

3.5

3.5A

4

4A

4B

4.3

4.5

4.5A

5

5.5








6'-0"

FO

UN

DA

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PR

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CT

STRUCTURAL ENG:

QC CHECK:

JOB No.

SCALE:

DATE:

---

PSQ-2171297

AS INDICATED

07/28/17

---

MCD

BLDG DESIGN:

DRAFTING:


PA

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14

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39

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1/4"=1'-0"

(-)0'-4" 1/8

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T.

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CH


1/8

" / F

T.

PIT

CH

(-)0'-4"

1/8

" / F

T.

PIT

CH (-)0'-4"

17'

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3'-6"

2'-1

0"

MF06

S3

MF01S3

SF01S3

MF01S3

SF01

S3

MF02S3

SF02

S3

MF13S3

SF04S3 MD01

SD1

16'-0" 2'-2"

12'-4"

3'-2"6'-0"3'-2"

4"

6'-8"

4"

6'-2

"5

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11'

-6"

9'-2

"

11'-9 3/4"7'-0"12'-10"

14'-4"

12'-10"2" 1"

9'-3

"

3'-2

"

6'-0

"9

'-0"

14'

-2"

2.3

2.3

3

22

MF01S3

SF01S3

MF11

S3

MF01S3

SF01S3

MF01S3

SF01S3

SF01S3

MF01S3

MF01

S3

SF01S3

MF01

S3

SF01S3

MF01S3

SF01S3

MF01

S3

SF01

S3

MF08S3

MF06

S3

MF05

S3

MF03

S3

MF03

S3

4'-4

"

7'-4" (2-STORY FTG)

4'-6

1/2

"(2

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OR

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TG

)

3'-2

"2

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0'-0" FIN. FLR.

MF06

S3 MF06

S3

4'-8

"

2.6

7'-4"

A/CPAD

CONC.PAD W/OPT DR.

MF02S3

SF02

S3

MD01

SD1

30'-4"

50'-0"

1'-0

"

74'

-0"

50'-0"

17'

-4"

55'

-8"

MD01

SD1

MD01

SD1

4

10'-4"

MF13

S3

SF04

S3

MF02S3

SF02S3

10'-0"

1'-4"8'-0" 8" 2'-2"

3

9'-8"

29'-8"

10"

MF11

S3@ OPTDOOR

10'-0" 20'-4"

(-)0'-4"

MF07

S3

SF03S3

5'-8"

27'

-4"

5'-8

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MF03

S3

11'-9 3/4"8'-5 3/4"

2

52'

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(2-S

TO

RY

FT

G)

4'-1

1/2

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13'-10"

13'

-2"

MF06

S3

MF06

S3

MF11S3

10"12'-8"

10"

33

2

2

2'-4

"

3.5A

1'-0

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3.5

3'-4

"

42'

-6"

(2-S

TO

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FT

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25'-8"

8"15'-0"

14'-4" 11'-4"

5'-4

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12'

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56'

-6"

74'

-0"

8"1

1'-4

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2.5

MF01

S3

SF01

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MF01

S3

SF01

S3

MF08S3

MF08S3

2.5

10'-0"

2.5

4A

7'-0

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0'-4

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17'

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MF01

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SF01

S3

MF11S3

2.5

MF08S3

MD10

S2A

14.







6.

5.

4.

3.

1.

2.


7.


8.



10.


11.


12.


13.


14.

FOUNDATION NOTES:


MIN (2) # 5 E.W.




MIN (3) # 5 E.W.


MIN (4) # 5 E.W.


MIN (4) # 5 E.W.


MIN (5) # 5 E.W.


MIN (5) # 5 E.W.


MIN (6) # 5 E.W.


MIN (6) # 5 E.W.


MIN (7) # 5 E.W.


MIN (7) # 5 E.W.


MIN (8) # 5 E.W.


MIN (7) # 5 E.W.


MIN (8) # 5 E.W.


MIN (9) # 5 E.W.


MIN (9) # 5 E.W.


MIN (10) # 5 E.W.

1

1A

2

2.3

2.5

2.6

3

3.5

3.5A

4

4A

4B

4.3

4.5

4.5A

5

5.5








6'-0"

FO

UN

DA

TIO

N P

LAN

S1A

SH

EE

T T

ITLE

PR

OJE

CT

STRUCTURAL ENG:

QC CHECK:

JOB No.

SCALE:

DATE:

---

PSQ-2171297

AS INDICATED

07/28/17

---

MCD

BLDG DESIGN:

DRAFTING:


PA

RK

SQ

UA

RE

HO

ME

S3

14

5 V

EN

ICE

, E

LE

VA

TIO

N A

,B,C

CO

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, L

OT

BR

YA

N E

. DA

HLK

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FLO

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A L

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No

. 814

39

MO

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G &

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NO

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14.







6.

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4.

3.

1.

2.


7.


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